Recent content by mikealpha88

Thanks guys for your reply. Any suggestions with this combigrid? https://globalsynthetics.com.au/geogrids/combigrid-multi-functional-geogrid/ The Geotech engineer has recommended removing the soft spots from existing fill and then laying combigrid layer and then doing the controlled...

For deflection you will need moment of inertia for the steel including reinforcement and concrete. Usually for composite structure steel Ix will be dominant.

Thanks for your reply. Just wondering if anyone have any experience with placing geotextile bridging layer between existing and new fill?

CAD is essential for subcontractors creating shop drawings or stouts on site. We have been sharing Cad files by cleaning out everything. Now a days there are several PDF tools like bluebeam for which you do not need CAD files to measure or set-up.

Thanks Mike and Tigerguy. On engineering drawings it is clearly showed to remove all the unsuitable material however, due to the cost the client is seeking a cheaper solution. Geotech engineer did pointed out the risks of leaving the uncontrolled fill. But the client is willing to take that risk...

Thanks BigH. SPT of 8 was recorded.

Thanks Miningman, yes it is astonishing. This is the decision from the Geotech engineer and that's why as a structural engineer I am a bit concerned about the long term performance of the building if the controlled fill was placed on uncontrolled fill.

Thanks for your reply BigH, 1. Where is the project located? I.e., in deep frost areas? In places like Florida or Texas, etc? No it is a tropical area in Australia. 2. What is the nature of the uncontrolled fill? Is it cohesive or is it more or less cohesionless? It is silty sand (non...

Hello Fellow Geotech Engineers! I have an interesting question. I came across a project where the site has a 1.2m to 3m layer of uncontrolled fill. As part of earthworks, another 1.4m of fill is to be placed on top of the existing ground level to raise the pad height. Now, removing the...

Thank you ATSE and PEinc for your reply. I have requested torque information from the piling company. I have spoken to another operator who was installing 10 ton helical pile on other project. The operator said that to reach 100 kN pile capacity they use 89 dia shaft with 6 ton excavator to...

Hello fellow engineers. I have an interesting question for engineers who may be designing screw piles. In one of the recent projects, screw piles were nominated to manufacturers specifications. The piles were supposed to be designed/installed to support 300 kN SWL. After installation I have...

Thanks everyone for your reply. Confirmed with geotech that it is silty clay, they did not add water in borehole to stabilise pore water pressure and the values are not corrected and straight out of SPT. I think the reason it may have logged as silty sand can be due to the water table. Below...

Thanks for your reply. The easiest option would be to go wider than deeper. There is no geotech report just SPT values at 5m and 12m in an email.

Thanks for your reply. Yes that is correct SPT is 8 at 5m depth. I think the operator was not experienced with SPT and may have not corrected the values for overburden. There is ground water at 4m depth and I think the operator has not used water in the borehole to normalise the pore pressure...

It's a bored pile. Are you talking about pile load test? That is a very expensive and not useful for such small Load.